ML19209A349
| ML19209A349 | |
| Person / Time | |
|---|---|
| Site: | Trojan File:Portland General Electric icon.png |
| Issue date: | 08/27/1979 |
| From: | William White BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML19209A316 | List: |
| References | |
| NUDOCS 7910030636 | |
| Download: ML19209A349 (8) | |
Text
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UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING BOARD In the Matter of
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PORTLAND GENERAL ELECTRIC COMPANY,)
Docket No. 50-344 et al.
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(Control Building
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Proceeding)
(Trojan Nuclear Plant)
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AFFIDAVIT OF DR. WILLIAM H. WHITE COALITION FOR SAFE POWER'S CONTENTION NO. 22 and CONSOLIDATED INTERVENORS' CONTENTION NO. 20 1.
My name is William H. White.
I am employed by Bechtel Power Corporation (Bechtel) in the San Francisco Power Divi-sion as an Engineering Specialist.
I have been employed in this position since 1976.
My professional qualifications are contained in an attachment to this affidavit.
This af fidavit was prepared by me or under my supervision.
2.
I either performed or supervised the seismic analysis of the Trojan Control Building, Auxiliary Building and Fuel Building Complex (Complex) for the licensing proceedings for interim operation as well as the seismic analysis of the Com-plex with the proposed modifications.
These analyses deter-mined, among other things, the displacements of structural elements of the Complex.
3.
The purpose of this affidavit is to address Con-solidated Intervenors' Contention No. 20 and Coalition for Safe Power's Contention No. 22 which, as combined, read as follows:
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N CFSP #22 and CI #20 Page 2 of 7 Dr. W.
H.
White The ef fect of the steel plate on displacement in the Complex has not been completely analyzed.
4.
This affidavit will discuss the analyses that have been performed to determine displacements in the Complex and will explain the ef fect of the addition of the steel plate.
5.
During a seismic event, structures and their components undergo displacements.
These displacements are time-dependent, and at any moment different elements of a structure may experience displacements of dif ferent directions and magnitudes.
These relative displacements can be classified as (a) interstructure displacements which affect two adjacent structures such that if excessive displacements were to occur, they could strike each other, or which could affect equipment attached to both structures, and as (b) interstory displacements which could produce excessive stresses in the different elements of equipment which is restrained by more than one floor.
6.
For interim operation, an analysis was performed for the entire Complex in the as-built condition to calculate the maximum displacements of the Control Building and the adjacent structures, both in the north-south and in the east-west directions.
Displacement values were obtained at all floor levels and all column lines.
The relative displacements were conservatively obtained by taking the absolute summation of the respective displacements at various levels.
The gaps provided between the Control Building and the structural elements of adjacent structures exceed the calculated relative BN-4 1086 080
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CFSP #22 and CI #20 Page 3 of 7 Dr. W.
H. White displacements by a wide margin, assuring that the buildings will not touch.
The analysis also showed that the effects of relative displacements on equipment attached to two adj acent structures were acceptable.
7.
The same type of analysis was used to calculate the relative displacements between the various floors of the Con-trol Building for interim operation.
A detailed survey determined that equipment supported by more than one floor had enough flexibility so that such interstory displacements would not adversely affect the functioning of the equipment.
8.
As part of the modification work, the west wall (R-line wall) will be strengthened by a steel plate which will be added to the west face of the wall between column lines 41 and 47, from el. 59'-3" to el.
97'-3".
This plate is three inches thick and will be secured to the wall by high strength bolts.
This plate and the addition of new concrete walls a-long column lines N, N', and R will increase the stiffness of the Complex.
Because of the added stiffness, the displacements along any wall, including the R line wall, during a seismic occurrence will be smaller than they would have been prior to the modifications.
Thus, the effects on equipment attached to two adjacent structures are still acceptable.
9.
If additional neasures were not taken, the addition of the 3 inch steel plate would eliminate some of the existing gap between the Control Building and Turbine Building at BN-4 1086 08i
CFSP #22 and CI #20 Page 4 of 7 Dr.
W.
H.
White el. 93' and 69', where Turbine Building girders and floor slabs are located.
At all other levels and locations, the suf ficiency of the existing gap is not af fected by the addition of the 3 inch steel plate.
Tb assure a suf ficient gap remains following completion of the modifications program, prior to the installation of the steel plate, the following will be performed in the Turbine Building:
1.
At el. 93' between column lines 41 and 47, 3 inches will be removed from the concrete slab and 2 inches will be removed from the steel girder flange.
2.
At el. 69', between ce?'imn lines 41 and 47, approx-imately 1 ft. 6 in. of.he overhanging part of the concre te slab will be removed without any modifica-tion to the steel girder.
10.
An analysis of the modified Complex was performed to determine the displacements.
The following table lists the relative displacements of the two structures at the two sensi-tive levels, the absolute summati:r. of such displacements and the " gap" which will be provided by the foregoing modifica-tions at each level to assure that the two structures will not touch:
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CFSP #22 and CI #20 Page 5 of 7 Dr. W.
H. White Control Building and Turbine Building Relative Displacements at Plate, and Gaps Provided Maximum EW Displacements (Inch) SSE.25g El. 93' El. 69' Turbine Building (TB) @ 5% damping 0.9 0.15 Control Building (CB) @ 5% damping 0.046 0.031 ABS Combination TB & CB 0.916 0.181 Gap provided after modifications are made 2.0 2.5 Maximum NS Displacements (Inch) SSE.25g El. 93' Turbine Building (TB) @ 5% damping 1.25 Control Building (CB) @ 5% damping 0.086 Art ; Combinatian TB & CB 1.336 Cap provided at plate 4.0 (No modifications needed)
- 11. With respect to interstory displacements, the stiffen-ing p;ovided by the modifications will have the same benefi-cial ef fects discussed in paragraph 8 above of reducing the relative displacements between the floors of the Control Building.
Thus the conclusion reached during the proceedings BN-4 1086 083
CFSP #22 and CI #20 Page 6 of 7 Dr. W.
H. White on interim operatien that equipment will not be adversely af fected by interstory displacements in the Control Building remains unchanged.
- 12. The above discussion demonstrates that the effect of the addition of the steel plate on displacements in the modified Complex has been fully analyzed to assure that, in the event of a seismic occurrence, the gap between the Turbine and Control Buildings will be adequate to prevent the buildings from touching, the ef fect of relative displacements on equip-ment attached to adjacent structures will be acceptable, and that equipment in the Control Building will not be adversely af fected by displacements between f1cors of the Control Building.
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CFSP #22 and CI #20 Page 7 of 7 Dr. W. 11. White I, William H. White, of lawf ul age, being first duly sworn, state that I have reviewed the foregoing affidavit, and that the statements contained therein are true and correct to the best of my knowledge and belief.
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WILLIAM !!. WiiITE STATE OF CALIFORNIA
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County ofSO N F44w(ive TH SUBSCRIBED AND SWORN TO before me thic M day of bu60NT 1979.
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NOTARY PUBLIC FOR CIA (IFORNIA My Commission Expires gp 3
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PROFESSIONAL QUALIFICATIONS OF WILLIAM F. WHITE PRESENT POSITION Engineering Specialist, Bechtel Power Corporation EDUCATION BS, Civil Engineering, University of Idaho; MS, Civil Engineering, University of Colorado; PhD., Civil Engineering, University of Colorado.
PROFESSIONAL Uegistered Professional Engineer, Oregon DATA Me:rbe r, American Society of Civil Engineers.
SUMMARY
3 years:
Engineering Specialist 2 years:
Structural Engineer 6 years:
Assistant Professor 1 year:
Senior Engineer EXPERIENCE Dr. White has been employed as an Engineering Specialist with Bechtel's San Francisco Power Division since 1976.
He in assigned to the Chief Civil Engineer's Staff where he is responsible for seismic analysis.
Earlier, Dr. White was a Structural Engineer with the Tennessee Valley Authority for 2 years where he was responsible for seismic analysis of all Category I structures for a twin-unit nuclear power plant, including the seismic input for the design of the nuclear steam supply system.
From 1968 to 1974, Dr. White was an Assistant Professor at Oregon State University where he taught undergraduate and graduate courses in structural mechanics and analysis and computer applications.
Prior to joining Oregon State, Dr. White was em-ployed at the Bettis Atomic Power Laboratory for a year.
At Bettis, he was a Senior Engineer working on shock analysis of nuclear reactors a-board submarines and was involved in programs to assess the shock resistance of reactor internals.
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